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GARFIELD CO~NTY\UILDING AND SANITATION DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 81601
Phone (303) 945-8212
INDIVIDUAL SEWAGE DISPOSAL PERMIT
PROPERTY ~
Permit N~ 3756
Assessor's Parcel No.
This does not constitute
a building or use permit.
ill ~UJeJ '@
Owner's Name D.:<~JJa I~ Present Ad~ress?S l N\o~C) ~G \2• ~.:One9l\R -C\a toi
System Locationtt>I 53' Dee c\Jo l \e~Dr, G~ ~
Legal Description of Assessor's Parcel No. a53s-034-t::fzs -C) la
SYSTEM DESIGN
______ Septic Tank Capacity (gallon) Other
______ Percolation Rate (minutes/inch) Number of Bedrooms (or other) ____ _
Required Absorption Area· See Attached ~ ~
Special Setback Requirements:
Date _____________ Inspector ___________________________ _
FINAL SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation
System Installer ________________________________________ _
Septic Tank Capacity·---------------------------------------
Septic Tank Manufacturer or Trade Name--------------------------------
Septic Tank Access within 8" of surface --------------------------------
Absorption Area _______________________________________ _
Absorption Area Type and/or Manufacturer or Trade Name--------------------------
Adequate compliance with County and State regulations/requirements _____________________ _
Other ___ _,.--,------------~~-------------------------¢1/03 Inspector J?=f-h.(~ &u,/fufle.J7ec Date
RETAIN w1rH RECEIPT REdORos AT CONSTRUCTION SITE
•CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con·
nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine - 6
months in jail or both).
Whtte -APPLICANT Yellow -DEPARTMENT
.•
. . INDIVIDUAL SEW AGE DISPOSAL SYSTEM APPLICATION
ADDRESS ~' klSe Dr . 1:2-..il<_ Lb PHONE qy:& -Cl 166
CONTRACTOR \L.{<MA.~f .\ W .JA.u (Pvt"C-(Ng(t..r)
ADDRESS '(;at" fl 1-J j "1 _s 1 CO 'O I bO~ PHONE b) 8 -q.. e,q L-
PERMIT REQUEST FOR~INSTALLATION ( ).ALTERATION ( )REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable
building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4).
LOCATION OF PROPOSED FACll..ITY:
Near what City of Town G f ~wooJ Sf-¥ Size of Lot 5 · ~ 4 c;:__
Legal Description or Address 0 0 /"& 'D .e ~Dr 1 '.2s le.) ( 1 C 0
WASTES TYPE: li"4-.DWELLING ~ ~ ( ) TRANSIENT USE
( ) COMMERCIALORIND{s~ ( ) NON-DOMESTICWASTES
( )OTHER-DESCRIBE. ______________ ~
BUILDING OR SERVICE TYPE:_--"~=i;.~;=~..;;..;;_--=c:=----------------
NumberofBedrooms __ _,,,c_ _________ ~ Number of Persons__.?"-------
( ) Garbage Grinder 9"}-Automatic Washer 94" Dishwasher
SOURCEANDTYPEOFWATERSUPPLY: ( ) WELL ( ) SPRING ( ) STREAMORCREEK
If supplied by Community Water, give name of supplier: Co-...-~.;. ~ ~ r S: .R .
DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: 1-M.: [ e...> -------------
Was an effort made to connect to the Community System? __ ----.Vl-'+'{~-=-----------
A site plan is required to be submitted that indicates the following MINIMUM distances:
Leach Field to Well: 100 feet
Septic Tank to Well: 50 feet
Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet
Septic System to Property Lines: (septic tank &leach field)lOfeet
YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT
A SITE PLAN.
GROUND CONDITIONS:
Depth to first Ground Water Table. _____________________ _
Percent Ground Slope _________________________ _
2
' TIPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED:
~ ~CTANK ( ) AERATION PLANT ( ) VAULT
( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE
( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE
( ) CHEMICAL TOILET ( ) OTHER -DESCRIBE
FINAL DISPOSAL BY:
~ ABSORPTION TRENCH, BED OR PIT ( ) EV APOTRANSPIRATION
( ) UNDERGROUND DISPERSAL ( ) SAND FILTER
( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND
( ) OTHER -DESCRIBE
WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? ______ _
PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the
Percolation Test)
Minutes ___ ___.per inch in hole No. 1 Minutes _____ per inch in hole NO. 3
Minutes per inch in hole No. 2 Minutes per inch in hole NO. _
Name, address and telephone ofRPE who made soil absorption tests: _____________ _
Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and
additional tests and reports as may be required by the local health department to be made and furnished by the applicant
or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is
subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made,
information and reports submitted herewith and required to be submitted by the applicant are or will be represented to
be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of
health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any
falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based
upon said application and in legal action for perjury as provided by law.
PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!!
3
July 23, 2001
Sreve and K.risra Marshall
34671Highway6
Silt, Colorado 81652
lhpwor!h-l'Plal Geoteclmical, Inc.
5020 County Roecl 154
Glenwood Sprlnxs, Colorado 81601
l'lione: !nU-'145-1988
Fas: 910-945-11454
hpgeo@hpgeoueb.com
Iob No. 101 363
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 12, Spriogrid&e Subdivision, Deer Valley Drive, Garfield
County, Colorado.
Dear Mr. and Mrs. Marshall:
As requested, Hepworth-Pawlak Geoteclmical, Inc. perfonned a subsoil study and
percolation test for foundation and septic disposal designs at the subject site. The siudy
was conducted in general accordance with our agreement for geotecbnical cngineeriDg
services to you dated May 11, 2001. Tbc agreement was verbally modified to include
percolation testing. The data obtained and our rcrommenctations based on the proposed
constroction and subsurface conditions cncounteJed are presented in this report.
Hepworth-Pawlak Ocor.echnieal, Inc. previously conducted a preliminary potechnical
study for the Sprinaridge development and presented our findings in a report dated May
3, 1994, Job No. 194 191. ·
Proposed Construction: The proposed residence will be a single story wood frame
structure over a walkout basemellt level located on the site as shown on Fig. 1. Ground
floors are proposed. to be slab-on-grade. Cut deptbs are expcct.cd to range between
about 3 to 10 feet. Foundation loadings for this type of construction are assumed to l
relatively light and typical of the proposed type of construction. The septic disposal
system is proposed to be located about 300 feet to the south of the proposed residence.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this repon.
Site Conditions: The site was vacant at the time of our field work. The ground
surface in the proposed building area slopes moderately steep down to tbe south at a
grade of about 25%. There is about 10 feet of elevated differeuce across the proposed
building area. A natural drainage is located between 30 and 100 feet south oftbe
proposed building area. An abandoned irrigation ditch is located in the southern
portion of the property. The lot is vegetated with grass and weeds. Cobbles and
boulders are exposed on the &round surface in the building area.
Subsurface Condffions: The subsurface conditi0118 at tbe site were evaluated by
excavating two exploratory pits in tbe building area and one profile pit in the septic
disposal area at tbe approx jnwc locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. Tbc sub$oils cncoumered. below about Ii.I to 1 foot of topsOil,
consist of relatively dense silty sand and gra11el with cobbles. SaodstoDe bedrock was
encountered beneath the sand and gravel at depths of 3 to 3 ~ feet. Refusal to digging
with the backhoe was encountered in the bedrock due to its bardneM. Results of
Steve and Krista .Marshall
July 23. 2001
Pagel
consolidation testing performed on a relatively undisturbed sample of the silt matrix,
presented on Fig. 3. indicate low to moderate compressibility utrder conditions of
loading and wetting. Results of a gradation analysis performed on a sample of the
gravel (minus 3 inch fraction) obtained from the site are presented on Fig. 4. No free
water was ob!ICtVcd in the pit! at the time of excavation and tbe soils and bedrock
materials were slightly moist.
Fomidation Recommendations: Considering the subsurface conditions encountered in
the exploratory pits ml the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil or bedrock and designed for an allowable
soil bearing pressure of 2,000 psf for support of the proposed residence. A bearing
pressure of 4,000 psf can be used for footings bearing entirely on the bedrock.
Footings should be a minimum width of 16 inches for continuous walls and 2 feet for
columns. Loose and disturbed soils and bedrock encountered at the foundation bearing
level within the excavation sholJld be removed and the footing bearin& level extended
down to the undisturbed natural soils or bedrock. Excavation will probably be difficult
in the bard bedrock and may require blasting or chipping and splitting. Exterior
footings should be provided with adequate cover above their bearing elevations for frost
protection. Placement of footlnp at least 36 inches below the exterior grade is typically
used in this area. Continuous foundation walls should be reinforced top and bottom to
span local anomalits such as by muminJ an misupported length of at least 10 feet.
Foundation walls acting as rc:raining struetures should be designed to resist a lateral
earth pressure based on an equivalent fluid unit weight of at least 4$ pcf for the on-site
soil and well broken bedrock as backfill.
FlOor Slabs: The natutal on-site soils and bedrock mate.rials, exclusive of topSOil, are
suitable to support lightly loadtd slab-on-grade construction. To reduce the effects of
some differenlial movement, floor slabs should be separated from all beariD& walls and
columns with expansion joints which allow unrestrained vertical movement. Floor slab
control joints should be used to reduce damage due to shrinkage cracking. The
requirements for joint spacing and slab reinforcement should be established by the
designer based on experieDcc and the inteJ!ded slab use. A minimum 4 inch layer of
freHraining gravel should be placed beneatb baseJDc:nr level slabs to facilitate drainage.
This material should comist of minus 2 inch aggregate with less than SO% passing the
No. 4 sieve and less than 2ii passing the No. 200 sieve.
All till materials for support of floor slabs stwuld be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on-site soils and well broken bedrock materials devoid of vegetation,
topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration.
it bas been our experience in the area and where bedrock is shallow that local perched
H·P GEOTECH
Steve and Krista Marshall
July 23, 2001
Page3
groundwater can develop during times of heavy precipitation or seasonal runoff.
Frozen ground during spring runoff can crc:atc a perched condition·. We recommend
below-grade constrUCtion, such as retaining walls and ba.~nt areas, be protected
from wetting and hydrostatic: pressure buildup by an uiiderdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free-draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free-draining
granular material used in the underdrain syst.em should contain less than 2 % passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 im:hcs. The drain gravel backfiJJ should be at least 1 lh feet deep.
Surface Dndnage: The following drainage precautions should be observed during
construction and maintained at all times after the residence bas been complctcd:
1) Inundation of the fpnnc!arion excavations and underslab areas should be
avoided during eoastruction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 9.S % of the maximum standard Proctor density in
pavement and slab arets and to at least 9()% of the maximum standard
Proctor dellsity in Janctsc:ape areas. Free-draining wall backfill should be
capped with about 2 feet of the on-site, finer graded soils to reduce
surface water infiltration.
3) · The groUDd aurfal:e surrouncling the exterior oftbe building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inc:be<1 in the first 10 feet in unpaved
areas and a minUnum slope of 3 inches in the first 10 feet in pavement
and walkway areas. A swale may be ncc:ded uphill to direct surfal:c
runoff around rhe residence.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Percolation Testing: Percolation t.csts were conducted on July 3, 2001 to evaluate the
feasibility of an infiltration septic diaposa1 system at the site. One profile pit and three
percolation holes were dug at the locations shown on Fig. 1. The test boles (oominal 12
iJ1c:h diameter by 12 inc:b deep) were hand due at the bottom of shallow backhoe pits
and were soaked with water one day prior to testing. The soils exposed in the
percolation holes arc similar to those exposed in the Profile Pit shown on Fig. 2 and
consist of about 1 foot of topsail overlying clay and sand with scattered rock fragments
to the profile pit depth of 8 feet. The percolation rest results are presented in Table Il.
Tbe percolation test results indicate an infiltration rate bctwccn 10 and 12 minutes per
inch with an average of 11 minutes per inch. Based on the subsurface conditions
encountered and the percolation test results, the tested area should be suitable for a
conventional infiltration septic disposal system.
H·P GeOTECH
Steve and Krista Marshall
July 23, 2001
Page4
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1; the proposed type of construction and our experience in
the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory pits and variations in the subsurface conditions
may not become evident until excavation is pei: formed. If conditions encountered
during coustruetion appear different from those described in this report, we should be
notified at once so re-evaluation of the reeommcndations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not rcspoDS11>lc for technical interpretations by others of our information. As
the project evolves, we should provide contim1ed coDSUltation and field services during
construction to review and monitor the implementation of our rerommcndarions, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may requite additional analysis or modifications to the rccommcndations
presented herein. We recommend on-site observation of excavations md foundation
bearing strata and testing of structural fill by a representative of the geotcclmica1
engineer. ,
If you have any questions or if we may be of further assistance, please let us know.
S~ly,
HEPWORTH -PAWLAK GEOTECHNICAL, INC.
1ordy Z. Adamson. Jr., P.E.
Reviewed by:
Steven L. Pawlak, P.E.
JZA/djg
attachments
cc: Kurtz and Associates -Attn: Brian Kunz
JOomhaus and Waller -Attn: Pete Waller
High Country F.ngincering -Attn: Dcric Walter
H·P GeoTECH
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101 363 HEPWORTH-PAWLAK
GEOTECHNICAL. INC. LOCATION OF EXPLORATORY PITS Fig. 1
• J:
PIT 1 PIT 2 PROFILE PIT
0 ELEV.-6-'30' El.EV.• 8-'28' ELEV.• 8"!W'
0
-........ :--22
l 111Coo4.1 ... I 00-117 .! .......
wc-f.4 I 5 Refusal on ll0-105 5 .If:. -JOl)ol7 ... Sandstone .I: i Bedrock -i Q c
10 10
LEGEND:
~ TOPSOIL; sandy silty cloy. organic:. firm, slightly maist, brown.
I?:! a.AV AND SAND (a.-SC): silty, scattered rock fra;mmnb. medium stiff to stiff and m9Clium c1en ... ~ lllghtly moist. reddiah brown, low plasticity.
IJil SAND ANO GRA 'on. (SM-GM); aRty. oc:casfonol c:obbln, den-. slightly moist, redclilh brown, m 111bangular roclc fragm• 1ta. '
~ WEA lllERED SANDSTC»IE BEDROCK; m•cllum hard. slightly moist. redcfll!lh brown.
~ 2• Diameter hond driven finer sample.
~ -1 Dtllturbed bulk sample. ~-..
T RefuMll to digging with backhoe
NOTES:
1. Exploratory pits were e11CCM1ted an .lily J, 2001 •Ith a baclchoe.
2. Locotiol'I• of exploratary pits -• measured opprmdmately by pacing from feabnl on the mite plan
pnl'Aded.
3. El~lona of uplorotory pita _.. obtained by Interpolation bet.een contours on the site plan provided
and c:heckecl by inatrummnt lftCI. Pit logs are cra.n to depth.
•· The explaratary pit tocatiana ond •-tian• lhould be considered accurate only to tho degnle implied
by the method used.
5. The Una tiet..... materials shown an the uplonrtary pit IOCJS r911n1ent the approximate baundclrles
between matllriol types and tronlltlona may be gradual.
a. No free .ater .as encountered In the pita at the time of exCCN11ting. fluctuation• In woter level ""'Y
occur with time.
7. Laboratory TeatinCJ Results:
WC = Water Content ( X )
DD ,., Dry Density ( pcf )
+4 • P•cent retained an No. 4 slew
-200 • Percent poaln; Na. 200 sr-
101 363 HEPWORTH-PAWLAK
GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Fig. 2
.
Moistur• Content = 4.1 percent
Dry Dmnllity .. 117 pcf
Sample of: Sandy Silt Matrlw
From: Pit 2 at 2.S Feet
0
Compression
,... upon
1 w•ttlng
M
""' s
I 2
" '
3 ' '
4
5
0.1 1.0 10 100
APPLIED PRESSURE -leaf
101 363 HEPWORTH-PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 3
GEOTECHNICAL, INC.
II f'!RZ.w&.91 -----u.s--I ....,. __
116 ... ,,. ··--~ -.,-. .... ·-6/11" ¥r t 11r r rr r 1111
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.. - - ----.Ill .. -,,. ... .... .....-... -.,. -
DIAMElER OF PARllQ.ES IN MIWMElERS
t • I *r' CLAl'•&t •• •
SAND JO I SILT AND a.AV 22 S
U~ID LIMIT PLASTICITY INDEX
SAMPLE OF: Slty Sandy Gralllll FROM: Pit 1 at 1 tllru 3.5 Faot
•
101 363 HEPWORTH-PAWLAK
GEOTECHNICAL, INC. GRADATION lEST RESUL iS Fig. 4
•
•
HEPWORTH-PAWLAK GEOTECHNICAL. INC.
TABLE I JOB NO. 101 363
SUMMARY OF LABORATORY TEST RESULTS
l '11\Ml'lf \.OCA1IOll NATURM. .......... -·-NRCeNr AntME.111(1 Uliln'C _ ... ., .. , DEP1'H r.toiarultE """ ORAVIL SANO MISCNO UOUID ftAS11C COMPllElllvt S01LOR
( ..... COfttf"J DeHl11Y '"' ,,., NO.ZOO '""' -· 111'£tfflTK elC'tllOCIC. 1YP£ ..... ..... SllVE ''" ,,., ..... ~.
1 1 to 48 30 22 siltY sandy gravel
3% ' ~
I 2 2Y. 4.1 117 84 sandy silt matrix
' Profile 4 6.4 105 67 sandy clay with gravel
Pit ~
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HEPWORTH-PAWLAK GEOTECHNICAL. INC.
TABLE II
PERCOLATION TEST RESULTS JOBNO. 101 363
HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE
CINCHES I INTERVAL AT START OF AT END OF WATER PERCOLATION
!MINI INTERVAL INTERVAL LEVEL RATE
(INCHES I .llNCHESl !INCHES) (MIN.llNCHl
P·1 14 15 6% 4% 2%
4% 3 1 %
water added 8 6 2
, 6 4 1' 1 %
4% 3 1 %
water added 7'14 6 1%
• 4'14 1 1'
4 % 3% 1 l4 12
p.z 12 15 9 6 3
.8 414 1 l4
4 1" 2% 1 %
wa1eradhd 7 5% 1 %
6 1' 4 1 %
4 2% 1 %
water added 8 1111 1 )Ii
8% !I 1 % 10
P-3 20 15 • 4% , '14
4 14 2% 1 %
water added a 6 y. 1%
114 4 14 2
4 v. 2 v. 2
Wiier added a l4 6 1' 2
11' 4% 1 111
4% 3 14 1 1' "'
Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on July
2, 2001. Percolation tests were performed on July 3, 2001. The average percolation
rates were based on the last two readings of each test.
05/22/2003 15:22 970-704-0313
Steve and Krista Marshall
34671 Highway 6
Silt, CO 81652
SOPRIS ENGil-EERING PAGE 02
May 21, 20031
RE: Marshall Residence -As-Built ISDS System, Lot 12, Springridge Place Subdivision,
Garfield County, CO
SE Job No. 22098.01
Dear Steve and Krista:
Pursuant to your request, this Jetter proYides documentation that the new ISDS system recently installed is in
general compliance with the permitted design. The Marshall system has been completed. The system consttuctcd
on site was designed and built to serve the needs of an equivalent 3-bedroom home. Sopris Engineering has
perfunned visits to inspect and document the as built conditions of the constructed system. We have coordinated
our efforts with the owner and contractor that built the system. 1'he as built conditions and installation of the new
lSDS components is in compliance with the permitted design specifications for the system.
The System was installed in accordance1 with Garfield County Regulations and the design requirements for a 3-
bedroom house based on percolation test performed on July 1, 2001. A 1250 gallon dual compartment septic tank
was installed with 4" tee baffles and en effluent filter. A two-way clcanout was installed between the house and the
tank. The absorption field was constructed with 3 parallel chamber rows in trench configuration with 10 chambers
per trench utilizing standard infiltrator pvelless chambets for 430 Sf of absorption area. ln.•pection ports were
installed on each end chamber. The field is 64' by 21' approximately 36~ deep. The trenches were insralled in
suitable soil consistent across the field area. A distribution box was in..tallcd with a 4" riser to the surface and 3
individual distribution lines connected to each trench. The construction was cornpleted utilizing .<pCcified
materials installed according to the recommendations and design calculations by Sopris Engiaec:ring. LLC. on July
25, 2002. The rninimum setback distances have been maintained.
A 4" sewer pipe stub out was installed on the influent line to the distribution box for a future bathroom in a
proposed barn structure.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, U.C
I 502 Main Street• Suite AJ •Carbondale, CO 81623 • (970) 704-0311 •Fax (970) 704-0313
SIPRIS ENGlllEERINI llC civil consultants
.I
Steve and Krista Marshall
34671 Highway 6
Silt, CO 81652
July 25, 2002 I
RE: Marshall Residence -Proposed ISDS System, Lot 12, Springridge Place Subdivision,
Garfield County, CO
SE Job No. 22098.01
Dear Steve and Krista:
Pursuant to your request, attached herewith is a letter/report presenting our findings in regard to the
feasibility and design for an Individual Sewage Disposal System (ISDS) at the above referenced Site. This
design is based on our evaluation of the site conditions with information provided by others for use in
supporting your application to Garfield County. Our recommendations are in accordance with Garfield
County and the State of Colorado ISDS Regulations. Garfield County must permit any proposed
improvement to the site. We have reviewed the information forwarded to us, conducted a site visit,
formulated an ISDS design and created a site plan with construction details as part of our scope of work.
Conclusions
Based on our findings we believe that the design and installation of an approved ISDS system is feasible in
accordance with the Regulations of Garfield County and the State of Colorado. We recommend that a
new 1000 gallon septic tank be installed that will discharge effluent to a 465 square foot soil absorption
trench system. The soil absorption system can be installed in natural soils and will be located within the
septic envelope down gradient of the proposed house, as delineated on the attached plan. The system will
meet all required setbacks and be installed within the general boundaries indicated on the plan. Our
Design is outlined below and delineated on the attached site plan.
Site Location
The subject site is located on Lot 12 in the Springridge Subdivision on Deer Valley Road, approximately 2
miles soutb of the Colorado River up Four Mile Creek, in Garfield County, Colorado. The site is situated
in Section 10, T 7 N, R 89 W of the 61h P.M. The Site comprises approximately 5.6 acres. The site is
bounded on all sides with similar rural single-family home sites.
Existing Site Conditions
The site is located on irrigated agricultural and range lands. The site has varying slopes of 10% to 25%
toward the south and east toward Four Mile Creek. The existing ground surface in the proposed septic
area has an approximate slope of 10%. A natural drainage bisects the center of the site from the northeast
to the east center. The site is covered with pasture grasses, with some sagebrush and oak brush. Domestic
water is supplied by a central water system.
I 502 Main Street• Suite A3 •Carbondale, CO 81623 • (970) 704-0311• Fax (970) 704-0313
SOPRIS ENGINEERING llC civil consultants
.,
Proposed Site Conditions
Steve and Krista Marshall
SE Job No. 22098.01
July 25, 2002
Page2
It is our understanding that you intend to construct a 3-bedroom home with a detached barn. The
maximum number of rooms to be utilized as bedrooms in the house is 3. Efficient water saving fixtures
will be installed to reduce average usage rates. The proposed improvements will include a new ISDS
system with appropriate site grading. A new gravel driveway will be installed from the cul-de-sac to the
proposed house as shown on the plan.
Subsurface Conditions
Attached are the results of the subsurface geotechnical investigation conducted on July 1, 2001 by
Hepworth-Pawlak Geotechnical, Inc (HP). The results are in the attached HP report dated July 11, 2002,
Job Number 101 363. The subsoil encountered at the site consists of 1 foot of topsoil overlying medium
stiff to stiff silty clay and sand with scattered rock fragments to the profile pit depth of 8 feet. Groundwater
was not encountered in the profile pits.
Percolation testing, utilizing three test holes, was performed to determine an average percolation rate. The
subsoil encountered in the percolation test holes is the same as in the test pit and consists of 1 foot of
topsoil overlying silty clay and sand with scattered rock fragments. The fastest measured rate was 12
minutes per inch and the slowest measured rate was 10 minutes per inch. The average percolation rate is
11 minutes per inch and is suitable for a conventional absorption system.
Design Criteria
The design flow is calculated as follows:
Single family home -equivalent 3 bedroom population@ 2 person /bedroom= 6 persons.
From the Garfield County I. S. D. S. Regulation:
Max. Design flow (Qd) =#of people x (avg. flow) x 1.5 gal/person/day.
Gallons per day per person for the subject house = 75 gal/person/day
Assume 6-person population
Qd = 6*75*1.5* =675 gal/day
Septic Tank Design
Based on Design Flow Qd.
Qd = 675 gal/day
Volume (V) of tank= Design Flow • 1.25
(30 hour retention time)
V = 675 gal/day * 1.25 days = 844 gallons
Use one 1000-gallon dual compartment concrete septic tank
! -.
Soil Absomtion System Design
Steve and Krista Marshall
SE Job No. 22098.01
July 25, 2002
Page3
The field is sized by using the standard absorption area equation. A soil absorption trench system,
utilizing gravelless chambers is recommended. The State allows a 50% area reduction for the use of
graveness infiltration chambers in a trench configuration. However to provide for long term acceptance and
treatment of effluent in the field we do not recommend any reduction in size for using leaching chambers.
The chamber units may be installed in native soils. Soil replacement with sand may be used in select
locations if any scattered cobbles or rocks are encountered. The average percolation rate is 11
minutes/inch for design.
Based upon the design percolation rate, the standard absorption area equation is:
A (SF) = Od *(t) y, : where
5
A= Area; Qd =Design flow (gal/day)
t = time in minutes
This design calculation results in a recommended minimum absorption area:
A= 675 *(11) y, = 447 sq. ft.
5
Use 427 SF of trench with gravelless chambers: Assume 3-foot wide trenches with 6.25-foot long chamber
units.
Assume 15.5 square feet per chamber: 427 sq.ft. = 27.5 chambers Use 30 chambers
15.5 sq.ft/chamber
We recommend using a trench system composed of 3 trenches 63 feet long and 3 foot wide, containing 10
standard leaching chamber units in each trench. Excavate absorption trenches to accommodate a
minimum 430 SF of interior surface area.
Effiuent Distribution System
A gravity distribution system will be utilized to transport effluent from the new concrete septic tank to a
distribution box and to the head chamber of each trench via an individual distribution line. An effluent
filter will be installed in the secondary compartment of the septic tank to reduce suspended solid loading to
the absorption trenches and extend the life of the treatment media in the trenches. A 4" PVC effluent line
will discharge effluent to a distribution box installed up gradient and adjacent to the trenches. The 4" PVC
line will be installed with a minimum 2% slope. The effluent will be equally distributed from the
distribution box through individual distribution pipes to each trench in the system. The distribution pipes
will incorporate perforated risers in the distribution box to insure equal distribution into each discharge
pipe. The discharge pipes will connect to the head of each chamber row. A splash plate shall be installed
on the trench bottom below each trench inlet to prevent scouring. An inspection port should be installed
on the top mid-point cut out on the end chambers in each trench. This will allow for checking the
performance of the system over time.
ISDS Operation and Maintenance
Steve and Krista Marshall
SE Job No. 22098.01
July 25, 2002
Page4
The engineered system shall be inspected on a regular basis and be properly maintained. The
responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall
retain the services of qualified personnel to inspect the ISDS and to perform maintenance and repairs
necessary to ensure that the system is in good operating condition. The effluent filter shall be maintained
when the tank is pumped or as needed. Suitable component handles and extensions on the filter assembly
will be installed to provide easy maintenance. We recommend a periodic inspection and maintenance
procedure be performed every 6 months.
The ISDS system should require minimal maintenance. Several factors influencing the need for
maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste
(excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The
tank, dispersal field and other applicable treatment system components should be visually inspected bi-
annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized
system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be
cleaned every six months and at the time of pumping. Absorption fields should be maintained with
suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption
field should be maintained.
Construction and Inspections
Prior to construction of the permitted system the engineer should be contacted by the contractor and owner
well in advance to provide adequate time to discuss the system components with the contractor, answer
questions, resolve any conflict issues and schedule inspection site visits based on construction progress.
County Regulations require that the Design Engineers of record perform site inspections of the permitted
system during construction and provide" As-Built" documentation of the installed system to the County
after construction is complete.
General Notes
1) All materials and installation practices shall conform to the Garfield County Individual Sewage
Disposal Regulation.
2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR-35 PVC unless
specified otherwise on the plans.
3) Add a two-way clean out on the service lines from the house and detached barn.
4) The system shall be plumbed to distribution effluent into the trenches with equal distribution.
5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight.
6) The trench area must be protected to prevent damage from vehicular or livestock traffic and must be
crowned to divert drainage runoff away from the trenches to minimize surface infiltration.
7) The leaching chambers shall be installed level in each trench. A splash plate shall be installed on the
trench bottom surface below the inlet in each trench to prevent scouring from the effluent. The top of
.. ~ ..
Steve and Krista Marshall
SE Job No. 22098.01
July 25, 2002
Pages
the backfill over the chambers shall be covered with filter fabric or other suitable pervious material to
prevent the migration of fines from the overlying topsoil layer.
8) The trenches must have a minimum cover of 12 inches. A final cover of topsoil suitable for vegetation,
a minimum 4" deep, shall be placed from the top of the pervious cover layer to the finished surface
grade.
9) The absorption trenches must be sodded or covered with vegetative ground cover.
Our design and recommendations are based upon data supplied to us by others. If subsurface or site
conditions are found to be different from those presented in this report, we should be notified to evaluate
the effect it may have on the proposed ISDS. If the County Environmental Health Department requests
changes or modifications to this design, we should be contacted to evaluate the effect on the ISDS.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
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STA.OARD CAPACITY
INFILTRATOR CHAWBER ('T'IP.)
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CHAMBER. INSTALL 4• PVC INSPECTION!·-'-·
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TRENCHES. THE TRENCH 86'. ·--·····~·.
ADJACENT TRENCHES MAY VARY. ' A'vt'.RAGE DEPTH Of
TRENCH BOTTOM SHAU. NOT EXCEED Jf5 INCHES.
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A DEPlH tF 3• ANO RAKE LEYEL '1._UNDIS11JRBEO SOIL
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PROPOSED GRADE·
EXISTING GRADE
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DISTRIBUTION LINES
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DISTRIBUTION BOX
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CROSS SECTION SYSTEM DETAIL
N.T.S.
22008.0'I ~~ 7/18/02
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SHALL SHALL·l:S~ IN:::il~V "'' " ........ --·--·· --·· -·
1NDt\40UAL OISlRIBVllON LINES SHAU. BE INSTAL1£0 AT A ui U:t'N! l!H>f. ill. SLQPE.
• 4. ALL Dl~lRIBU'ftON PIPING, CONNECllONS AND flTTINGS SHALl BE
TIGHT ANOvtNSTAtl.ED TO INSURE EQUAl DISTRIBUTION
THROUGH THE SYSTEM.
5. A SPLASH PLATE SHALL BE INSTAU.ED IN EACH TRENCH ON THE
BOTTOM SURFACE eaow EAai TRENCH INLET TO PREVENT SCOURING.
GENERAL NOTES:
1.
2.
THE ISDS SYSTE:M AS SHOIW ON THE PLAN AND THE DETAILS llERE
Y SOPRIS ENGINITRING. TH£ EXIS11NG LOT CONDITIONS
AND SURVEY INFORMATION WAS PRO\llDED BY RIVER Ci
THE CONTOUR INTERVAL ON THIS MAP IS 2 FffT.
NO.I DAT£ I RE\/ISION
LOT 12, SPRINGRIDGE SUBOl\/ISION
GARFltLD COUNTY, COLORADO
E
OPRIS ENGINEERING, LLC.
\/IL CONSULTANlS 1
MARSHAIL JSDS SYSTEl(
INDIVIDUAL SEWAGE DISPOSAL SYSTEM
SITE PLAN AND SYSTEM DETAILS
502 MAIN STREET, SUITE A3
CARBONDALE. CO 61623
(970} 704-0311
DES. PER CK. YTN FILE NO.
DR. PER DATE 7/18/02 22098.01
SHEET
OF
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ISOS SYSl!M NOTES
1. ADO A TWO-WAY CLEAN OUT ON THE SERV1C£ LINE FROM lHE HOUSE.
2. All MATERIALS AND INSTALLATION SHALL CONFORM TO GARFIELD
COUNTY INDIV10UAL SEWAGE DISPOSAL SYSTEM (ISOS) REGULATIONS.
3. All SEWER LINES TO BE SDR-35 OR SCHEDULE 40 P. V.C. PIPE UNLESS
NOTED OlHERl'olSE.
4. lHE CONTRACTOR SHALL ENSURE All SEl\ER LINES ANO SEPTIC TANKS
ARE WATERTIGHT. ANY POTENTIAL PLUMBING LEAKS SHALL BE
REPAIRED TO AVOID EXCESSIVE WATER ENTERING lHE SEPTIC SYSTEM.
5. IT IS lHE RESPONSIBILITY OF lHE CONTRACTOR TO CONTACT ALL
UTILITY COMPANIES FOR FIU.0 LOCATIONS Of UTILITIES PRIOR TO
CONSTRUCTION AND EXCAVATION.
6. lHE ABSORPTION FIELD MUST BE MARKED AND PROTECTED TO
PREVENT DAMAGE FROM VEHICULAR ANO LIVESTOCK ffiAFFIC.,
7. THE TANK SHALL BE INSTALLED LEVEL 00 COMPACTED EARTH. INSTAlL
WATERTIGHT RISERS AS NECESSARY TO BRING All REQUIRED ACCESS
POINTS TO lHE FINISHED SURF AC£ GRADE.
INSTALL THE INLET ANO OUll.ET TEES TO BE EASILY INSPECTED ANO
MAINTAINED FROM THE TANK RISERS ANO ACCESS LIDS.
8. lHE ENTIRE ABSORPTION FIELD SURFACE MUST BE SODDED OR
RE-VEGETATED WITH GROUND COVER.
9. THE ABSORPTION TRENCH SURF ACES MUST BE CRO'WNEO TO DIVERT
SURFACE DRAINAGE AWAY FROM lHE TRENCHES.
10. lHE DIMENSIONS SHOWN ON lHE PLAN INDICATE MINIMUM AREA ANO
SEPARATION DISTANCES FOR }'HE ABSORPTION FIELD.
11. EACH TRENCH SHALL BE LEVEL AND CONNECTIEO FOR EQUAL
DISTRIBUTION. lHE AVERAGE OEPlH OF lHE TRENCH
SHALL NOT EXCEED 36".
12. THE MINIMUM COVER OVER THE TOP Of THE LEACHING CHAMBERS SHALL
BE 12 INCHES NOT TO EXCEED 24 INCHES.
13. THE LEACHING CHAMBERS Will BE BACKFILLED 'NITH EXCAVATED
MATERIAL VOID or ROCKS. THE BAO<FllL MATERIAL SHALL NOT EXCEED
2 1/2" DIAMETER ANO SHALL BE PLACED TO AT LEAST 6 INCHES ABOVE
THE TOP OF THE CHAMBERS. THE TOP Of THE PLACED BACKFILL SHALL
BE COVERED WITH A LA YER Of Fil TER FABRIC. A MINIMUM 4~ DEPTH
OF TOPSCAL IS TO BE PLACED ABOVE ntE BACKFILL TO ntE SURF ACE.
ntE TRENCH BOTTOM SHALL BE SCARIFlEO If SMEARING OCCURS.
14. VERTICAL INSPECTION PORTS SHALL BE INSTALLED FROM THE CENTER
PRE MARKED HOLE ON lHE TOP OF lHE TRENCH ENO CHAMBERS.
(TYP. EACH END)
15. ALL INSTALLATION OF LEACHING CHAMBERS SHALL BE IN CONFORMANCE
'WITH THE MANUFACTURES INSTALLATION INSlRUCTIONS.
DISTRIBUTION SYSl!M NOTES'
1. AN EFFLUENT FILTER SHALL BE INSTALLED ON lHE OISCHARE TEE
IN THE SECONDARY COMPARTMENT OF THE 1000 GAL SEPTIC TANK.
FIL TEREO EFFLUENT WILL DISCHARGE TO A DISTRIBUTION BOX.
EFFLUENT Y-ALL BE EOUALL Y DISlRIBUTED TO THE ABSORPTION
"TRENCHES VIA INDIVIDUAL 4'" DISTRIBUTION LINES.
2. 'OE: RECOMMEND THE INSTALLATION OF AN ORENCO SYSTEMS 4•
EFA..UENT FILTER CONTAINED IN A 4'" BAFFLE OUn.ET TEE.
THE FILTER SHOULD BE INSPECTED E\1£RY SIX MONTiiS.
-MAINTENANCE SHALL INCLUDE Cl£ANING lliE ALlER EVERY SIX
MONTHS MINIMUM AND AFTER PERIODIC PUMP1NG OF lliE TANK.
3. lliE OlSlRIBUTION SYSTEM SHALL DISlRIBUTE FLOW EVENLY TO
EACH CHAMBER TRENCH ROW. THE MINIMUM SLOPE OF THE
DISCHARGE~ LINE f.ROM lHE TANK TO THE FLOW SPUTTER BASIN
SHAU.. SHALL·BE INSTALLED AT A MINIMUM 2X SLOPE. Tl-lE
INDIVIDUAL OISlRIBUTION LINES SHALL BE INSTAU£D AT A
MINl~UM OF z;f SLOPE.
+. ALL DISlRlBUTION PIPING, CONNECTIONS AND FITTINGS SHALL BE
TIGHT AND INSTALLED TO INSURE EQUAL DISTRIBUTION
lHROUGH lHE SYSTEM.
5. A SPLASH PLATE SHALL BE INSTALLED IN EACH lRENCH ON THE
BOTTOM SURFACE BELOW EACH TRENCH INLET TO PREVENT SCOURING.
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